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Home My WebLink AboutMS 2022-0003; 1098 MAGNOLIA AVE; STRUCTURAL CALCULATIONS FOR RETAINING WALL AND FENCE; 2024-06-01STRUCTECH ENGINEERING 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@structedrnet Structural Calculations For Retaining Wall and Fence @ 1098 Magnolia Ave. Carlsbad, CA. June 2024 )( ~ r c-a \ -t<\ ~ ~ ::: () \ ~ ~ ct' ~ = ~ I ~ STRUCTECH JOB NO. /vf~Nbl-fA: SHEET NO.----=--/ - ENGINEERING BY tff DATE o/2-z/zt 5632 Ravenna Court San Jose~ CA 9 118 408-569-7486 hpouya@structech.net Desi l'I ,:;p µr~1f/lN W~t.,1-, 70 Sl..lffe;I{ r A t,,1/l)dj) FMC-£, Mlt-~r f/G.ICI./-To~W,t-U-IS. 4-2.". (2 C~S C(;/JSID~ Tlfl.5 IS If-P-LT7t-/N1MG h/A-IA-AJ-/2.Jl-A--P7 Ct:>NS.T/2.JJCJ7£D f£t< 5/t-J'J PJEt'lAa ~loHALSPr-Nl>A:-ttl:> t)~,+tAJ/NC!, Pe>/<... II MA-SO/"/ 1<-.7 ~l-l-rr,e.. 3 W1rr-/-LEV'J&.1-8tK--IL/&ILt,. (c.-o ~ ~ee A-Trlt-c.HLD t?N />t'Kre .;) . I I I ~ I lf I ~ 3 GAu/. !>10. P\PE. I ~ .Be.DD.c.D t N G.Rit:'UT e ~ '-o l,f (!) I t:-I I I tJPPU... I I (~AArDE. I --v V -o~ rr~u , ~t ., 8 '70L(D~~LJ7E.D M ~c.,e,r-} ~, ~ tt-1-e ~2-~ A~tSH--i 5 v P... f!{>sC..£ (ll)~/(1~1lf\l \ ft=4-@ ~2-1 =¥' [ e,'' y-l-tF-4 , t1f't *' 2.'-41 ' t X <: ::! ;i. I L() I- .(I\ • PLAN d MORTAR CAP" ' " 5' 4• H 3' 8" a t J l • H=8 -0 I H= -I = -j ¥ 0 0 ...J m ~ . --(£} BARS co @BARS TOTAL 2 BAR·"-----• ..--.J11~--· @ BARS l ---.--h lYPICAL SECTION OVER 5'-4" a .., ELEVATION "CLR • D@ ,2· @ 12" HORIZONTAL RElNF. NOT SHOWN DIMENSIONS AND REINFORCING STEEL H (MAX) 3'-8" 5'-4" T (MIN) o'-e" 1'-1'' W (MJN) 2'-4" 3'-9" @BARS f4@32. #5@16" @BARS --#5@16" ©BARS ---- @BARS #4@32" #5@12" @BARS #4 TOTAL 4 #4 TOTAL 5 MAX SOIL PRESSURE 1100 PSF 2500 PSF . NOTES: 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DITAlLS. 2. Fill ALL BLOCK CELLS Wl1H GROUT. Revision By Approved Dote ORIGINAL Kerchevol 12 75 Add Metric T. Stanton 03/03 Delete Metric S.S. T. Shell 03/11 Reviewed TS T. Stanton 11 /15 Revised OH 1. Stanton 09/17 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 3 (LEVEL BACKFILL) LAYOUT LINE ~ ::! ~ =v ~ I i0 CX) n .,,--MORTAR CAP :r: BARS ~~ @BARS lYPICAL SECTION 5'-4" Mt,,X 8'-0" 1'-3" 5'-3" #4®24" #4@24" #6@16" #6@16" #4 TOTAL 6 3000 PSF RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAWING NUMBER C-03 STRUCTECH JOB NO. M/t-GNOL,/A SHEET NO. 3 E .GINEERING BY JU DATE f/z?LV!/ 632 Ravenna Court San Jo e~ CA 9511 8 408-569-7486 hpouya@structech.net II Uf()U f rJt<..,10/\J t'r-/2..4-1/t-lNJN~ Wit/A,-v./1nl 3 f1Pt! ro 88-USG..D As f=e/lCI:._@ ~/l.tJl-'Efi-T1l-1NL.Pl1Tll MA-Xp /./-C-/C.tfT or C, 1-0 11, ( CA-t-(...S M A-04-r()(t.. 'I -ft, U 7'b77+-I-tf. Gt+-,) /f S!>tl ML W IN.!) l,o/t-D A--C-Tltl.G 01'1 3 1-IJ 11 ~F /=E..NC.E. '4-IID U)lf-/:>$ ~ /rl)PE.t> ro 7#£ tA,,r--.s~/<.r ~A-:Ll-.. W1N1> L-(!) A-o -1 ro !".sr (A-ss<IME&>,; eo1.J.s-c.,E. mn,....4Y f'£/!-.._ S~//,,S ~~o~r; ~r/>.-15 t>S~ ,A-.SSUl1Lb) { $o/l, t4).-~NG ~t)() l'.Sr I CoeF-F!ctE.J/TO/! fflCTION=-0, 3S" Ptl-S>lv'~ 250'1,/.33 =-3~3 ~$,e/~T <T L.-OA-PS ,(CON~l!AVA11V9 45 PCF $6-l... ~tl-4-AC/+L-C C/r-J-Cvt-,/t-T]oMS PA-tSS..$ f ¢~ St::.£Jerl . 1-oA-1Hc;; ..S I! f'A-!i4S ~ I, 7 )?. Tl/-1£ Wlrti-,ts 8d11-t IS A--l>~Qr./,+~ N~ ~ I t/ -_;;I -IP r~ C,£_ ~# To f STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Cantilevered Retaining Wall Project Title: ;.j,+d,,Nol../lt- Engineer: !ff Project ID: Project Descr: Printed: 24 JUN 2024. 11 :09AM . File: Mehrdad.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 DESCRIPTION: Property line wall and fence Case 1 I Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Vertical component of active Lateral soil pressure options: USED for Soil Pressure. 3.50 ft 0.00 ft 0.00 : 1 12.00 in 0.0 ft USED for Sliding Resistance. USED for Overturning Resistance. I Soil Data Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Friction Coeff btwn Ftg & Soil Soil height to ignore for passive pressure 45.0 psf/ft 30.0 psf/ft 333.0 psf/ft 120.00 pcf 120.00 pcf 0.350 0.00 in I Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity \ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 1.77 OK 2.16 OK 1,127 lbs 7.45 in Soil Pressure @ Toe 1,380 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe 1,656 psf ACI Factored@ Heel O psf Footing Shear@ Toe 7.2 psi OK Footing Shear@ Heel 12.6 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 397.0 lbs less 100% Passive Force 462.5 lbs less 100% Friction Force 391:l.B lbs Added Force Req'd 0.0 lbs OK ... .for 1.5 : 1 Stability 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Lateral Load ... Height to Top ... Height to Bottom Wind on Exposed Stem I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at 16.0 plf 6.50 ft 3.50 ft 16.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil t'.\ at Back of Wall .. Poisson's Ratio Top Stem 2nd Bar Lap/Emb ft= 3.50 0.00 Fence Masonry in= 0.00 8.00 # 4 # 4 in= 32.00 32.00 Edge Edge 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Data ------------------------ 0.758 fb/FB + fa/Fa Total Force @ Section Moment. ... Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing lbs= ft-I= ft-I= psi= psi = psf = in= in= in= in= 0.0 308.6 0.0 556.6 0.0 734.5 0.0 4.9 0.0 38.7 0.0 84.0 0.00 5.25 0.00 24.00 0.00 24.00 0.00 24.00 Masonry Data ----------------------- f'm Fy c psi= 1,500 1,500 Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= in= 3 ASD 0 24,000 Yes Yes Yes 0.00 21.48 1.000 1.000 0.00 7.60 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Cantilevered Retaining Wall I, II: DESCRIPTION: Property line wall and fence Case 1 Project Title: MJ\uN OL l,t S Engineer: Hf Project ID: Project Descr: Printed: 24 JUN 2024, 11 :09AM File: Mehrdad.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 I Footing Dimensions & Strengths I Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Footing Concrete Density Min. As% Cover@ Top 2.00 0.33 ft 2 00 2.33 8.00 in 0.00 in 0.00 in 0.00 ft Fy = 40,000 psi 150.00 pd 0.0018 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,656 184 33 151 7.19 75.00 #4@18.00 in #4@ 18.00 in None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu< S * Fr Heel: Not req'd, Mu< S * Fr Key: No key defined Heel 0 psf 0 ft-lb 702 ft-lb 702 ft-lb 12.61 psi 75.00 psi I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-lb 390.6 1.39 542.5 -41.7 48.0 0.56 5.67 4.17 397.0 O.T.M. = -23.1 272.0 791.4 Vertical Loads used for Soil Pressure = 1.77 1,126.6 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) . - Earth@ Stem Transitions Footing Weight Key Weight Vert. Component . .... RESISTING ..... Force Distance lbs ft 560.0 1.66 39.6 0.17 294.0 0.66 233.0 1.17 2.33 Moment ft-lb 931 .5 6.5 195.0 271.4 Total= 1,126.6 lbs R.M. = 1,404.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. sona moot 3'-4" 3'-6" 3'-6" 2" Designer select 4" 2'-0" all horiz. reinf. 1---4,,._ __ ---1~ 2'-4" STRUCIJE<CH JOB NO. ~tjA; 1ENGINIEJElRillNJG BY ;f /1 ~ R:-aY.enna: «:0.mt: San. llige;. «:& g::T111183 40:&fil55f.-T48ft Hn,onyaifilstmcteclhneti: I h I '2-.. ~ /l.-E-Pr! NIN G w I+ u T f /;E!V CL ( U5£. 3 A--M~ LoA-&>S ,4S ·c.,4-;1-!) -- SHEETNO. 7 DATE ~-z./2'f I 't STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Cantilevered Retaining Wall I. II: Project Title: Engineer: Project ID: Project Descr: Printed: 24 JUN 2024, 11 :04AM File: Mehrdad.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 DESCRIPTION: Property line wall and fence Case2 I Criteria ~I S_o_il _Da_ta ________ ~ Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Vertical component of active Lateral soil pressure options: USED for Soil Pressure. 2.50 ft 0.00 ft 0.00 : 1 2.25 in 0.0 ft USED for Sliding Resistance. USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 1.90 OK 1.50 OK 849 lbs 6.75 in Soil Pressure@ Toe 940 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe 1,128 psf ACI Factored@ Heel O psf Footing Shear@ Toe 5.3 psi OK Footing Shear@ Heel 9.7 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 278.7 lbs less 100% Passive Force 121.5 lbs less 100% Friction Force - • 290.0 lbs Added Force Req'd 0.0 lbs OK .... for 1.5 : 1 Stability 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Heel Active P.ressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure I Lateral Load Applied to Stem Lateral Load ... Height to Top ... Height to Bottom Wind on Exposed Stem I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at 45.0 psf/ft 30.0 psf/ft 333.0 psf/ft 120.00 pcf 100.00 pcf 0.350 0.00 in I Adjacent Footing Load 16.0 plf 6.50 ft 2.50 ft 16.0 psf Top Stem ft= 2.50 Fence in= 0.00 # 5 in= 32.00 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Bar Lap/Emb 0.00 Masonry 8.00 # 4 32.00 Edge Design Data -----------Edge fb/FB +fa/Fa Total Force @ Section Moment. ... Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data f'm Fy c Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method lbs= ft-I= ft-I= psi= psi= psf = in= in= in= in= psi= psi= in= 0.552 0.0 204.1 0.0 405.2 0.0 734.5 0.0 3.2 0.0 38.7 0.0 84.0 0.00 5.25 0.00 24.00 0.00 24.00 0.00 24.00 1,500 1,500 0 24,000 Yes Yes Yes 0.00 21.48 1.000 1.000 0.00 7.60 3 ASD 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.ne: Project Title: Engineer: Project ID: Project Descr: Printed: 24 JUN 2024. 11 :04AM Cantilevered Retaining Wall File: Mehrdad.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.10.31 I • II: DESCRIPTION: Property line wall and fence Case2 I Footing Dimensions & Strengths I Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density 0.33 ft 2 00 2.33 8.00 in 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 Toe Factored Pressure 1, 128 Mu': Upward 126 Mu' : Downward 18 Mu: Design 108 Actual 1-Way Shear 5.31 Allow 1-Way Shear 75.00 Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing # 4 @ 18.00 in Key Reinforcing None Spec'd Heel 0 psf 0 ft-lb 540 ft-lb 540 ft-lb 9.70 psi 75.00 psi Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu< S * Fr Heel: Not req'd, Mu< S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @Stem Above Soil Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-lb 225.6 1.06 238.2 -10.9 64.0 0.28 5.17 3.17 278.7 O.T.M. = -3.1 330.7 565.7 Vertical Loads used for Soil Pressure = 1.90 849.2 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions Footing Weight Key Weight Vert. Component .. ... RESISTING ..... Force Distance lbs ft 400.0 1.66 6.2 210.0 233.0 0.17 0.66 1.17 2.33 Moment ft-lb 665.3 1.0 139.3 271.4 Total= 849.2 lbs R.M. = 1,077.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. STRUCTECH JOB NO. /1/fG/JOLII; SHEET NO. /C) ENGINEERING BY_~t+f!.____ __ DATE (,/2¥2Jf -632 Ravenna Com1 San Jo'"'e, CA 95118 408-569-7486 hpouya@stru.ctech_net Cf).£ q:. 3 "¢ S nll Pl I'£@ 8 '-o II o , c. . Fo~ Hl_Nc£: ?lf'll.S fftt.£/5..Mf;U).1)£/) t/V Mlr50Nl{'f W~t,, _ ( r,,,}19/1.$ T C..,'t-5£ 4 1 -D 11 ,4) «J/) F£II C£) I w-==-;re, f'5r;<..s-== 128 ll-r WL'Z-. 1~0-VA.2-1#-tvt ,... 2..-= ,e_.o ~ T ~ [Oz+ ~ ,~, 3 5TD. PIPE $-::-/.,3 /,,, "'-ID2J.:': = 7531 /JS/ L_c:__ t,>,c,r, 1-3Sotpt>:. 'Z.3/ooP5J 0~ f 1 fJ 1()£. @._ e'--o • ~, t_, IS ~~ O /-/4'-L) w~~t>reMC;1t.Ja --